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HomeMy WebLinkAboutSTRUCTURAL CALCS - 21-00187 - Rexburg Rowhouses - Bldg 1 Units 101-125FROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Rexburg Row House Client: Kyler Hokanson Project No.: IF21-007 Date: Engineer : SEAL: FSE March 26, 2021 STRUCTURAL CALCULATIONS CGM 03/26/2021 BASIS FOR DESIGN Rexburg Rowhouses IF21-125 CGM 03/26/21 2 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Rexburg Rowhouses IF21-125 CGM 03/26/21 3 of 35 DW DW D R R R R OM 1 BEDROOM A109 1 BEDROOM A110 1 BEDRO A111 TYPE B TYPE B TYPE B 539.99 sf EL: 1.1 WL: 5.6 EL: 3.7 WL: 2.9 EL: 3.7 WL: 2.9 EL: 3.7 WL: 2.9 B101 B102 B101 B103 (2) 2x6 (2) 2x6 (2) 2x6 GT B104 CF1 WF18/W1 WF 1 8 CF 2 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: asphalt shingles o/ felt 5.0 1/2" plywood or OSB 1.7 10" batt insulation (R-30)1.0 prefab wood trusses at 24" o.c.3.5 1/2" gypboard 2.2 mechanical/miscellaneous 1.6 DL =15.0 psf LL joist LL beam TL Roof Snow Load, SL =35 psf L/360 L/360 L/240 Roof Live Load, Lr =20 psf L/360 L/360 L/240 Snow Loads: per ASCE 7 Chapter 7 Importance Factor Is = 1.0 Importance Factor Pg =50 psf (ground snow load) Ce =0.9 exposure Factor Ct =1.1 thermal factor Snow, Pf = 0.70CeCt(Is)Pg =34.7 psf (FLAT Roof) unobstructed slippery surface (Y/N):N roof slope =7/12 roof angle =30.3 degrees Cs =1.00 slope factor Snow, Ps = CsPf =34.7 psf (SLOPED Roof) 0.3*Ps =10.4 psf (Unbalanced SLOPED Roof) Unbalanced Snow for Gable and Hip Roof, based on fetch length, W For roof slopes between 0.5/12 and 7/12 20 1.75 12.3 30 2.22 15.7 40 2.59 18.3 50 2.91 20.5 60 3.19 22.5 70 3.43 24.2 80 3.66 25.8 Exterior Walls: siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 6" batt insulation (R-25)1.5 5/8" gypboard 2.8 miscellaneous 3.8 DL = 15.0 psf L/240 Design Gravity Loads deflection limits deflection limits 13.5 17.2 20.1 22.5 24.7 26.6 28.3 W (ft)Hd Surcharge (psf) Length (ft) Rexburg Rowhouses IF21-125 CGM 03/26/21 4 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Interior Walls: 5/8" gypboard 2.8 1/2" plywood or OSB (where occurs)1.7 2x wood studs at 16" o.c.1.2 5/8" gypboard 2.8 miscellaneous 1.5 DL = 10.0 psf L/240 deflection limits Rexburg Rowhouses IF21-125 CGM 03/26/21 5 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Seismic Loads: Equivalent Lateral Force Procedure 1.00 D Mapped Spectral Response Accelerations: S1 .................0.219 g SS .................0.366 g Design Spectral Response Accelerations: SD1 .................0.219 g SDS .................0.366 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.067 19.9 kips Wind Loads: 105 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................27.3 psf Roof (net uplift-zone 1).................13.8 psf Roof (uplift-zone 2).................34.9 psf Roof (net uplift-zone 2).................21.4 psf Walls (zone 4).................26.1 psf Walls (zone 5).................32.2 psf Seismic Design Category ....................................... Seismic Weight, W ................................................ Lateral System Design Lateral Loads Light-frame (wood) walls sheathed with wood structural panels rated Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. Rexburg Rowhouses IF21-125 CGM 03/26/21 6 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Design Code: 2015 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Presumptive Load-Bearing Values (Table 1806.2) 1500 psf 100 pcf 0.25 Lateral Soil Load (Table 1610.1) 45 pcf 60 pcf 36 inches Foundation Design Frost Depth............ Allowable Bearing Pressure............ Passive Pressure............ Foundation Type ............................................. Design Basis: Source .......................................................... Active Pressure............ At-Rest Pressure............ Source .......................................................... Sliding Coefficient............ Rexburg Rowhouses IF21-125 CGM 03/26/21 7 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Rexburg Rowhouses IF21-125 CGM 03/26/21 8 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Rexburg Rowhouses IF21-125 CGM 03/26/21 9 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Rexburg Rowhouses IF21-125 CGM 03/26/21 10 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Rexburg Rowhouses IF21-125 CGM 03/26/21 11 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE GRAVITY DESIGN Rexburg Rowhouses IF21-125 CGM 03/26/21 12 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Mark:B101 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 630 lbs Span (ft) =4.0 roof 15 35 19 665 950 RLL = 1330 lbs lu (ft) =4.0 floor 15 40 0 0 0 RTL (left)=1960 lbs LL Deflection < L /360 wall 15 0 2 0 30 Total Deflection < L /240 misc.15 60 0 0 0 RDL = 630 lbs CD =1.00 665 plf 980 plf RLL = 1330 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1960 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =94 psi 52% 118 psi 44% 53 psi 20% 23 psi 9% 118 psi 41% Fb =1074 psi 2383 psi 2392 psi 2397 psi 2877 psi fb-max (psi) =895 psi 83% 1254 psi 53% 490 psi 20% 199 psi 8% 1333 psi 46% E (psi) = LL deflection =0.03'' 19% 0.04'' 28% 0.01'' 9% 0.00'' 3% 0.04'' 30% TL deflection =0.04'' 19% 0.06'' 28% 0.02'' 9% 0.01'' 3% 0.06'' 29% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B102 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 551 lbs Span (ft) =3.5 roof 15 35 19 665 950 RLL = 1164 lbs lu (ft) =3.5 floor 15 40 0 0 0 RTL (left)=1715 lbs LL Deflection < L /360 wall 15 0 2 0 30 Total Deflection < L /240 misc.15 60 0 0 0 RDL = 551 lbs CD =1.00 665 plf 980 plf RLL = 1164 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1715 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =77 psi 43% 98 psi 37% 43 psi 16% 19 psi 7% 99 psi 35% Fb =1075 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =685 psi 64% 960 psi 40% 375 psi 16% 152 psi 6% 1020 psi 35% E (psi) = LL deflection =0.01'' 13% 0.02'' 19% 0.01'' 6% 0.00'' 2% 0.02'' 20% TL deflection =0.02'' 12% 0.03'' 19% 0.01'' 6% 0.00'' 2% 0.03'' 19% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) 1501 ft-lbs B102 2x8 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB Douglas Fir #2 Douglas Fir #2 24F-V4 B101 2x8 A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x6 GLB 24F-V4 1600000 psi 1800000 psi Douglas Fir #2 ASD design per NDS 2015 Wood Beam / Header EA 1960 ft-lbs 1600000 psi 1800000 psi 1800000 psi SCL: 26F 2.0E LVL24F-V4 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 Rexburg Rowhouses IF21-125 CGM 03/26/21 13 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Mark:B103 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1063 lbs Span (ft) =6.8 roof 15 35 19 665 950 RLL = 2244 lbs lu (ft) =6.8 floor 15 40 0 0 0 RTL (left)=3308 lbs LL Deflection < L /360 wall 15 0 2 0 30 Total Deflection < L /240 misc.15 60 0 0 0 RDL = 1063 lbs CD =1.00 665 plf 980 plf RLL = 2244 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3308 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)3x12 (2)1.75x7.25 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =64 psi 35% 137 psi 52% 105 psi 40% 49 psi 18% 161 psi 56% Fb =895 psi 2349 psi 2388 psi 2395 psi 2752 psi fb-max (psi) =635 psi 71% 1588 psi 68% 1394 psi 58% 567 psi 24% 2184 psi 79% E (psi) = LL deflection =0.03'' 15% 0.09'' 40% 0.10'' 43% 0.03'' 14% 0.14'' 62% TL deflection =0.05'' 14% 0.13'' 40% 0.14'' 42% 0.05'' 14% 0.21'' 61% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B104 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 236 lbs Span (ft) =3.5 roof 15 35 9 315 450 RLL = 551 lbs lu (ft) =3.5 floor 15 40 0 0 0 RTL (left)=788 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.15 60 0 0 0 RDL = 236 lbs CD =1.00 315 plf 450 plf RLL = 551 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =788 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =53 psi 29% 45 psi 17% 20 psi 7% 9 psi 3% 45 psi 16% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =547 psi 47% 441 psi 18% 172 psi 7% 70 psi 3% 469 psi 16% E (psi) = LL deflection =0.02'' 14% 0.01'' 9% 0.00'' 3% 0.00'' 1% 0.01'' 9% TL deflection =0.02'' 13% 0.02'' 9% 0.00'' 3% 0.00'' 1% 0.02'' 9% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB 5581 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B103 3x12 Douglas Fir #2 689 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B104 2x6 Douglas Fir #2 Rexburg Rowhouses IF21-125 CGM 03/26/21 14 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Location: Plate Height (ft) =9.0 Stud Height (ft) = 8.6 Gravity Loads to Wall: Le/d = 18.8 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 20 1020 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =30 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 18.0 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1020 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 427 per stud P (lbs) = 700 P (lbs) = 1360 per stud M (lb-ft) = 223 M (lb-ft) = 167 M (lb-ft) = 0 FcE (psi) =1346 FcE (psi) =1346 FcE (psi) =1346 Fc' (psi) = 1137 Fc' (psi) = 1137 Fc' (psi) = 1032 fc (psi) = 52 < Fc'OK fc (psi) = 85 < Fc'OK fc (psi) = 165 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 354 < Fb'OK fb (psi) = 266 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.17 < 1.0 OK CSR = 0.14 < 1.0 OK CSR = 0.03 < 1.0 OK D (in.) =0.06 = L/1646 OK D (in.) =0.05 = L/2195 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 8510 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 7.05 for M < Mcap (governs) trib width capacity (ft) = 9.14 for D < L /240 (DF No. 2)Typical 9'-0" Plate 1 526'-10'' to 40'-11'' 1 1 1 1 212'-9'' to 26'-10'' < 12'-9'' 40'-11'' to 55'-0'' 6 3 1 1 4 3 2 11 1 Wood Stud Wall Design Design based on NDS 2015 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) Typical 9'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 40 Rexburg Rowhouses IF21-125 CGM 03/26/21 15 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Wood Posts/Studs Design based on NDS 2015 Wood Species: Douglas-Fir Axial Load Capacities (Kips) (Load Duration = 1.15 Snow )Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.50 1.71 1.44 1.23 0.92 - - - * 2x4 DF#2 3.28 3.04 2.02 1.69 1.43 1.06 - - - 4x4 DF#2 7.66 7.08 4.71 3.93 3.33 2.47 - - - * 2x6 DF#2 5.16 9.30 6.92 5.96 5.15 3.91 3.06 2.45 2.00 4x6 DF#2, 2x4 wall 12.03 11.07 7.38 6.17 5.22 3.88 - - - 4x6 DF#2, 2x6 wall 12.03 21.70 16.16 13.90 12.01 9.13 7.14 5.71 4.67 6x6 DF#2 18.91 20.00 16.89 15.22 13.60 10.80 8.64 7.01 5.78 6x8 DF#1 25.78 32.82 25.96 22.76 19.93 15.41 12.15 9.77 8.01 6x10 DF#1 32.66 41.58 32.88 28.83 25.25 19.52 15.39 12.38 10.15 8x8 DF#2 35.16 41.50 38.77 37.01 35.03 30.58 26.08 22.03 18.62 * assumes post is continuously braced in weak direction. (Load Duration = 1.00 Floor)Post Height (ft) Post Size Bearing 8 10 11 12 14 16 18 20 * 2x4 DF stud 3.28 2.41 1.68 1.42 1.22 0.91 - - - * 2x4 DF#2 3.28 2.98 2.00 1.67 1.42 1.05 - - - 4x4 DF#2 7.66 6.96 4.67 3.90 3.31 2.46 - - - * 2x6 DF#2 5.16 8.68 6.67 5.79 5.04 3.86 3.03 2.43 1.99 4x6 DF#2, 2x4 wall 12.03 10.87 7.31 6.12 5.19 3.86 - - - 4x6 DF#2, 2x6 wall 12.03 20.26 15.56 13.51 11.75 9.01 7.07 5.67 4.64 6x6 DF#2 18.91 17.99 15.66 14.32 12.96 10.47 8.46 6.91 5.72 6x8 DF#1 25.78 30.05 24.58 21.83 19.30 15.10 11.98 9.68 7.95 6x10 DF#1 32.66 38.06 31.13 27.65 24.44 19.13 15.18 12.26 10.07 8x8 DF#2 35.16 36.59 34.61 33.34 31.87 28.46 24.76 21.23 18.13 * assumes post is continuously braced in weak direction. 206_Wood Post Rexburg Rowhouses IF21-125 CGM 03/26/21 16 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE LATERAL DESIGN Rexburg Rowhouses IF21-125 CGM 03/26/21 17 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Key Plan Area =1 Risk Category =II Geotech Report Done? :No Site Class =D Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2] Seismic Force Resisting System (Table 12.2-1) = Structural System Height Limits (ft):35 Response Modification Coefficient, R =2 Overstrength factor, Ωο =2.5 Deflection Amplification Factor, Cd =2 Design Spectral Response Accelerations: Ss =36.6%S1 =14.2%[per ATC Hazard by Location Website] Fa = 1.51 Fv = 2.32 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.552g SM1 =0.329g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.368g SD1 =0.219g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.184 T = 0.145 T0 =0.119 Ct =0.020 Cs-max =0.757 Ta =0.145 TS =0.596 x =0.750 Cs-min =0.016 Tmax =0.203 Sa =0.368 CS (controls)=0.184 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =3.7 [per ASCE 7-16 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 14 19.9 279 1.000 3.7 3.7 Totals: 20 279 1.0 3.7 Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 14 17.8 17.8 3.3 1.3 2.6 2.6 Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 14 14.2 14.2 2.6 1.0 2.1 2.1 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] A.Light-frame walls with shear panels of all other materials Rexburg Rowhouses IF21-125 CGM 03/26/21 18 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Level =Roof Area =1 Total Seismic Weight = 19.9 Long. Wall Length (ft) =76 0 Area (ft^2) =550 0 Trans. Wall Length (ft) =28 0 Dead Load (psf) =15 0 Plate Height (ft) =10 10 Live / Snow Load (psf) =35 0 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =15 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 5.7 0.0 Weight (k) = 12.1 0.0 Trans. Weight (k) = 2.1 0.0 Transverse Weight (k) =17.8 Longitudinal Weight (k) =14.2 Seismic Weights Walls Roof / Floor Rexburg Rowhouses IF21-125 CGM 03/26/21 19 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE www.struware.com Code Search Code: Occupancy: Occupancy Group =R Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 6.00 / 12 26.6 deg Building length (L) 260.0 ft Least width (B) 38.0 ft Mean Roof Ht (h) 14.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions N/A ASCE 7 - 16 Residential Rexburg Rowhouses IF21-125 CGM 03/26/21 20 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 105 mph Nominal Wind Speed 81.3 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =14.0 ft If building h/B>4 then may be flexible and should be investigated. B = 38.0 ft h/B = 0.37 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 34Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =88.7 Lz =427.1 ft N1 =0.00 Q =0.93 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =14.0 ft G =0.89 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 Gf = 0.000 Enclosure Classification Rexburg Rowhouses IF21-125 CGM 03/26/21 21 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao ≥ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level = 0.0 ft Ke = 1.0000 Constant = 0.00256 Adj Constant =0.00256 Rexburg Rowhouses IF21-125 CGM 03/26/21 22 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.85 Edge Strip (a) =3.8 ft Base pressure (qh) =20.4 psf End Zone (2a) =7.6 ft GCpi = +/-0.18 Zone 2 length =19.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 -0.45 -0.27 -0.63 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.73 0.91 0.55 -0.48 -0.30 -0.66 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 14.9 7.5 -5.5 -12.8 2 1.6 -5.7 -10.4 -17.7 3 -5.4 -12.8 -3.9 -11.2 4 -4.3 -11.6 -5.5 -12.8 5 11.8 4.5 6 -2.2 -9.6 1E 18.5 11.2 -6.1 -13.4 2E -0.2 -7.5 -18.1 -25.5 3E -8.2 -15.6 -7.1 -14.5 4E -7.2 -14.6 -6.1 -13.4 5E 16.1 8.8 6E -5.1 -12.4 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =14.3 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 19.1 psf Roof 7.1 psf End Zone: Wall 25.7 psf Roof 8.0 psf Longitudinal direction (parallel to L) Interior Zone: Wall 14.1 psf End Zone: Wall 21.2 psf The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 26.6 deg Rexburg Rowhouses IF21-125 CGM 03/26/21 23 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Wind Loads - h≤60' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) =20.4 psf ASCE 7-16 procedure GCpi = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (θ) = 26.6 deg B= 38.0 ft # of frames (n) = 5 Solid are of end wall including fascia (As) = 1,500.0 sf Roof ridge height = 18.8 ft Roof eave height = 9.3 ft Total end wall area if soild (Ae) =532.0 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward -(GCpf)leeward] KB KS Solidarity ratio (Φ) = 2.820 n = 5 KB = 0.8 KS = 8.823 Zones 5 & 6 area = 488 sf 5E & 6E area = 44 sf (GCpf) windward - (GCpf) leeward] = 0.719 p = 103.4 psf Total force to be resisted by MWFRS (F) =55.0 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. Rexburg Rowhouses IF21-125 CGM 03/26/21 24 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones Rexburg Rowhouses IF21-125 CGM 03/26/21 25 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =0.85 h =14.0 ft Base pressure (qh) =20.4 psf a =3.8 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 26.6 deg qi = qh = 20.4 psf Type of roof = Gable Roof Surface Pressure (psf)User input Area 2 sf 4 sf 10 sf 20 sf 50 sf 100 sf 150 sf 300 sf 350 sf 75 sf 300 sf Negative Zone 1 & 2e -34.2 -34.2 -34.2 -34.2 -29.4 -25.7 -23.6 -20.0 -20.0 -27.3 -20.0 Negative Zone 2n, 2r &3e -54.6 -54.6 -54.6 -47.8 -38.8 -32.1 -28.1 -28.1 -28.1 -34.9 -28.1 Negative Zone 3r -77 -77 -63.7 -53.6 -40.3 -40.3 -40.3 -40.3 -40.3 -40.3 -40.3 Positive All Zones 17.9 16.5 16 16 16.0 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1 & 2e -40.7 -40.7 -40.7 -40.7 -39.3 -38.3 -37.7 -36.7 -36.7 -38.7 -36.7 Overhang Zone 2n & 2r -61.1 -61.1 -61.1 -56.9 -51.4 -47.2 -44.8 -44.8 -44.8 -49.0 -44.8 Overhang Zone 3e -73.3 -73.3 -73.3 -63.4 -50.3 -40.4 -34.6 -34.6 -34.6 -44.5 -34.6 Overhang Zone 3r -95.7 -95.7 -78 -64.6 -46.8 -46.8 -46.8 -46.8 -46.8 -46.8 -46.8 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 3.7 psf) Parapet qp =0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 4 sf 10 sf 20 sf 50 sf 150 sf 300 sf 500 sf 40 sf CASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 2n, 2r & 3e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3r : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CASE B : Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.28 -1.10 -1.05 -0.98 -26.1 -22.5 -21.4 -20.0 -26.1 -21.4 Negative Zone 5 -1.58 -1.23 -1.12 -0.98 -32.2 -25.0 -22.8 -20.0 -32.2 -22.8 Positive Zone 4 & 5 1.18 1.00 0.95 0.88 24.0 20.4 19.4 17.9 24.0 19.4 User input 1 Rexburg Rowhouses IF21-125 CGM 03/26/21 26 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30°Gable 7°< θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' 1 Rexburg Rowhouses IF21-125 CGM 03/26/21 27 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' 1 Rexburg Rowhouses IF21-125 CGM 03/26/21 28 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=13 Bldg/Area Width, W (ft)=33 Edge Strip (a) (ft)=3.3 End Zone (2a) (ft)= 6.6 Transverse Direction (normal to L): Roof Type (receiving wind) =Gable Slope Use Only End Zone Pressures =N Interior Pressure (psf) =19.1 Roof Interior Pressure (psf) =7.1 End Zone Pressure (psf) =25.7 Roof End Zone Pressure (psf) =8.0 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =18.5 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 10 1.5 174 223 160 224 2.9 Total: 224 2.9 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Gable End Use Only End Zone Pressures =N Interior Pressure (psf) =14.1 Roof Interior Pressure (psf) =0.0 End Zone Pressure (psf) =21.2 Roof End Zone Pressure (psf) =0.0 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =18.5 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 10 1.5 141 212 160 169 5.6 Total: 169 5.6 Wind Lateral Load Vertical Distribution for MWFRS <=60' [ASCE 7-10 table 1.5-1] [see ASCE 7-10 table 1.5-2] [see ASCE 7-10 Hazard Maps, figures 26.5-1] [see ASCE 7-10 section 26.7.3] Rexburg Rowhouses IF21-125 CGM 03/26/21 29 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Shear Line :1 VSEISMIC =3,700 lbs SDS = 0.366g E = 0.70 x V = 2,590 lbs S.D.C. =D WWIND =2,900 lbs F = 0.60 x W = 1,740 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)38.0 Floor DL (psf) =0 height (ft)10.0 Wall DL (psf) =15 roof trib. (ft)1.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.3 aspect ratio factor 2w/l 1.00 Seismic F (lbs)2590 shear (plf)68 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)25900 DL factor A =1.05 A x wDL (plf)173 End Post Compression(lbs)1222 DL factor B 0.55 B x wDL (plf)91 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)1740 shear (plf)46 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)17400 wDL (plf)165 End Post Compression(lbs)957 DL factor C 0.60 C x wDL (plf)99 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)1222 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1, Use:SW4 Wood Framing: Douglas-Fir OR Southern Pine Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Rexburg Rowhouses IF21-125 CGM 03/26/21 30 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Shear Line :2 VSEISMIC =275 lbs SDS = 0.366g E = 0.70 x V = 193 lbs S.D.C. =D WWIND =1,400 lbs F = 0.60 x W = 840 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =15 length (ft)3.0 3.0 3.0 3.0 3.0 3.0 Floor DL (psf) =0 height (ft)10.0 10.0 10.0 10.0 10.0 10.0 Wall DL (psf) =15 roof trib. (ft)10.0 10.0 10.0 10.0 10.0 10.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 6 Wall Thickness (in)6 6 6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete Concrete Concrete aspect ratio 3.3 3.3 3.3 3.3 3.3 3.3 aspect ratio factor 2w/l 0.60 0.60 0.60 0.60 0.60 0.60 Seismic F (lbs)32 32 32 32 32 32 shear (plf)11 11 11 11 11 11 allowable shear (plf)156 156 156 156 156 156 suggested shearwall type 5 5 5 5 5 5 Mot (ft-lbs)321 321 321 321 321 321 DL factor A =1.05 1.05 1.05 1.05 1.05 1.05 A x wDL (plf)315 315 315 315 315 315 End Post Compression(lbs)733 733 733 733 733 733 DL factor B 0.55 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)165 165 165 165 165 165 End Post Uplift for Anchor Holdowns (lbs)0 0 0 0 0 0 End Post Uplift for Straps (lbs)0 0 0 0 0 0 Wind F (lbs)140 140 140 140 140 140 shear (plf)47 47 47 47 47 47 allowable shear (plf)218 218 218 218 218 218 suggested shearwall type 5 5 5 5 5 5 Mot (ft-lbs)1400 1400 1400 1400 1400 1400 wDL (plf)300 300 300 300 300 300 End Post Compression(lbs)971 971 971 971 971 971 DL factor C 0.60 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)180 180 180 180 180 180 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect neglect neglect Maximum End Post Compression (lbs)971 971 971 971 971 971 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2, Use:SW5 SW5 SW5 SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Rexburg Rowhouses IF21-125 CGM 03/26/21 31 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE FOUNDATION DESIGN Rexburg Rowhouses IF21-125 CGM 03/26/21 32 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft)P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 15 35 10 0.15 0.35 0.74 floor 15 40 0 0.00 0.00 0.00 wall 15 0 10 0.15 0.00 0.18 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.30 0.35 0.92 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =6 Thickness (in) =10 Allowable qu (psf) = 2123.077 stemwall height(in) =24 qmax (psf) =613 OK Pmax (kips) =13.9 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.324 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.50 p =0.0000 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.04 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 1624 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 15.3 CF1 (WF18) Use: 18'' wide x 10''thick Continuous Concrete Footing w/ 2 #4 Continuous Max. Point Load: CF1 (WF18) 1 Rexburg Rowhouses IF21-125 CGM 03/26/21 33 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft)P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 15 35 2 0.03 0.07 0.15 floor 15 40 0 0.00 0.00 0.00 wall 15 0 20 0.30 0.00 0.36 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.33 0.07 0.51 Footing Dimensions Width (in) =16 Adjusted q (psf) = 1500 mono footing width(in) =6 Thickness (in) =6 Allowable qu (psf) = 1905 mono footing thickness =24 qmax (psf) =381 OK Pmax (kips) =3.0 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =M unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 1 Use p =0.0018 B1 =0.85 As req(in^2)= 0.1728 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.42 p =0.0001 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.02 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 1355 d (in)= 2.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 10.3 CF2 (WF16) Use: 16'' wide Continuous Footing Mono w/ Slab w/ 1 #4 Continuous CF2 (WF16) Max. Point Load: 1 Rexburg Rowhouses IF21-125 CGM 03/26/21 34 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 0.76 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =2.14 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =4.50 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 10.7 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =2.5 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =2.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >27 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >7 OK q min (psf) =1183 q max (psf) =1183 OK qu-max (psf) =1708 qu at edge of base (psf) =1708 qu-min (psf) =1708 qu at edge of base (psf) =1708 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 0.75 Bar size =#4 p =0.0002 Fy (psi) = 60000 Mu (k-ft) = 0.48 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.02 Spacing (in) = 114 Use p =0.0003 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.8 OK Check Development Length L' short (ft) = 0.75 Bar size =#4 p =0.0001 Fy (psi) = 60000 Mu (k-ft) = 0.24 area of bar = 0.20 Min p =0.0001 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Spacing (in) = 227 Use p =0.0001 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.3 OK SF1 (30" Square Ftg)Use: w/ 1 #4 SF1 (30" Square Ftg) Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 2.5 feet long x 2.5 feet wide x 10'' thick Footing Each Way 1 Rexburg Rowhouses IF21-125 CGM 03/26/21 35 of 35 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet :FSE